Issue 54

O. Shallan et al., Frattura ed Integrità Strutturale, 54 (2020) 104-115; DOI: 10.3221/IGF-ESIS.54.07

0.8 2.4 4

-2.4 -0.8

Drift, %

Drift

0 8 16 24 32 40 48 56 64 72 -4

Time (Sec.)

b) Cyclic drifts

a) PW

T section

U section

L section

c) Stiffener cross-section shape. Figure 1: Geometric properties of SPSW.

Stiffener Cross - section

Model ID

Stiffener Direction

PW

None

None

SPW-HL SPW-HT SPW-HU SPW-DU SPW-VU SPW-CU

Horizontal Horizontal Horizontal Diagonal

L T U U U U

Vertical Cross

Table 1: Parametric Case Study.

F INITE ELEMENT MODELING

T

o study the nonlinear behavior of PW, and SPWs, accurate finite element analysis (FEA) should be conducted. The boundary frame, stiffeners, and infill panel were modeled using the 4(four)-node shell element (S4R) with reduced integration [19], to avoid shear locking phenomena. Mechanical properties of materials, the boundary condition of models, and the time history of loading and initial defect are presented in detail as follows. Mechanical Properties of Steel Materials The boundary frame steel, steel plate, and the stiffeners materials have a yielding strength of 345 MPa, and 235 MPa, respectively. The materials elastic modulus E = 206 GPa, Poisson’s ratio ν = 0.3 and hardening modulus Eh = 1/100E. The behavior of the materials becomes nonlinear, after reaches to maximum yield stress [23–25]. Moreover, due to changes in the deformed shape during the loading process, the geometric nonlinearity should be taken into consideration. The isotropic hardening behavior was considered [19].

106